EWPAA Structural Plywood and LVL Design Manual - Engineered ...

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displacement between diaphragms each strip of width (b) will behave as a fixed endedbeam under the normal component of load as shown in FIGURE 12.3.FIGURE 12.3: Load components on a transverse stripFor diaphragms arranged symmetrically the folds will not rotate <strong>and</strong> angle β will bemaintained due to continuity. This will result in the moments at the folds being equal to thefixed-end moments for a beam of unit width (b = 1) <strong>and</strong> length (a). Isolating unit width ofthe diaphragm AB as shown in FIGURE 12.4 results in:2(wcos ∝)aMA= −122(wcos ∝)aMB=12The mid-span moment will be:2(wcos ∝)aMms=24FIGURE 12.4: Isolated transverse element under loadThe corresponding stresses at A, B or C in a homogenous diaphragm having a sectionmodulus:ZσσσA/BA/Bc2= 1. t / 6 will be :MA/B= ±Z2(wcos ∝)a= ±212(t / 6)wcos ∝ a2= ± ( )2 twcos ∝ a2= ( )4 t( ) 12.1161
Longitudinal action results from the bending action of the diaphragms transferring reactions R due to thenormal component p n = w x a x cos ∝ to the folds. Simultaneously, the tangential component p t = w x ax sin∝ is transferred to the folds by direct stress along the diaphragm as shown in FIGURE 12.5 (a).FIGURE 12.5: Determination of longitudinal load on the systemThe total load p divides into two components at the folds, these components being in the plane of thediaphragms as shown in FIGURE 12.5(b). These loads are then transferred, by longitudinal beam action ofeach diaphragm to the end supports.Hence, each sloping diaphragm of FIGURE 12.5 (b) spans longitudinally as a beam of:• length L;• depth h;• width b = t/sin∝FIGURE 12.6 shows such a sloping section.FIGURE 12.6: Inclined diaphragmThe second moment of area of the sloping section is given by:II=3bh=121=12t(sin1. ta123)(asin ∝ )∝. sin2∝3(12.2)162
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Structural Plywood & LVL Design Man
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Table of Contents1 Plywood & LVL -
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11 Plywood Stressed Skin Panels ...
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Table of FiguresFIGURE 4.1: Plywood
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Part OneProduct Production & Proper
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PeelingAfter conditioning, the logs
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Sanding, Trimming and BrandingAfter
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through to applications where aesth
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2.7 Identification CodeThe plywood
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2.10 Non Structural PlywoodsInterio
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3.5 Veneer QualityVeneer quality us
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the hygroscopic movement of structu
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effective an insulator as the wood
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5 Structural Plywood - Design Princ
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12 - 13 40015 - 19 45020 - 25 52026
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TABLE 5.3: Standard Structural Plyw
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TABLE 5.5: Indicative Stiffness Val
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Strength Limit StateStrength LimitS
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Application of Structural memberAll
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FIGURE 5.5 shows an I-beam defining
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j 2- Duration of Load Factor for Cr
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Using the theory of parallel axes a
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6 Structural LVL - Design Principle
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I (neutral axis(NA)-stiffness= (bd
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Serviceability Limit State:Calculat
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Strength Limit State:Strength Limit
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Equilibrium Moisture Content (EMC)P
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(c) For shear k 11 = 1.0(d) For com
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Chapter 6 AppendixSlenderness Co-Ef
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FIGURE A6.3: Continuous restraint a
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Stability factor.The stability fact
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7.4 Structural Plywood Flooring - D
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5. Critical Load Action EffectsLoad
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5. Serviceability limit state - Des
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7.10 Structural Plywood Residential
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Because of the obvious difficulty a
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1.2 m roof load width)0.25 kPa x 1.
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Concentrated Imposed Load (Q)M max
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5. Serviceability Limit Stateand [A
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8 Structural Plywood Webbed Box Bea
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AdhesivesBeams relying only on an a
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5. Check Beam Stiffness:Check beam
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1. Initial beam trial size:(a)(b)Fr
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Required nail spacing s = øN j / q
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Figure 8.5 shows a discontinuous pl
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A8Chapter 8 AppendixBending / Compr
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where:A= h3.5 3D .1032 N. mJ12.440.
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FIGURE A8.2: Guide for Selecting In
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Table A8.6: Unit-Load Deflection Sp
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9 Structural Plywood Diaphragms & S
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FIGURE 9.3 shows a plywood panel na
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The following are the design steps
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Wind force, w on diaphragm w = 1.86
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Converted to Limit States CapacityC
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4. Chord Size and SplicesThe chords
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Load/Nail (N)Nail Deformation (mm)2
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• The horizontal force is 1.9 x 2
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= 5 kN/m v oR = 15/5 = 3 kN/m107
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ELEVATIONFIGURE 9.12: Shows shear f
Page 120 and 121: As previously mentioned the shearwa
Page 122 and 123: Assuming the applied racking load t
Page 124 and 125: In this instance let the two panels
Page 126 and 127: A9 CHAPTER 9 APPENDIXPlate 1Plate 2
Page 128 and 129: Plate 7Plate 8Plate 9119
Page 130 and 131: REFERENCES CITED:1. Timber Shearwal
Page 132 and 133: “nailability” by increasing res
Page 134 and 135: (a) (b) (c)FIGURE 10.3: Actual and
Page 136 and 137: Re-arranging the torsion equation r
Page 138 and 139: The polar moment of area (I p ) of
Page 140 and 141: Design Example - Plywood Gusseted P
Page 142 and 143: • assuming width of lines paralle
Page 144 and 145: hence:where:ΦMj⎡ Ip⎤= (0.8 x1.
Page 146 and 147: A10 Chapter 10 AppendixPhotographs
Page 148 and 149: MOMENT JOINTSPlate 7Plate 8Plate 9(
Page 150 and 151: REFERENCES CITED:1. Investigation o
Page 152 and 153: 11.2 MaterialsPlywoodPlywood used i
Page 154 and 155: FIGURE 11.3: Effective widths of pl
Page 156 and 157: Transformed SectionSince the plywoo
Page 158 and 159: FIGURE 11.5: Bending stresses in st
Page 160 and 161: FIGURE 11.6: Stressed skin panel tr
Page 162 and 163: Flexural Deflection Long Term Servi
Page 164 and 165: Compression SpliceUsing 17mm F11 st
Page 166 and 167: REFERENCES CITED:1. Design & Fabric
Page 168 and 169: 12 Exotic Structural Forms12.1 Intr
Page 172 and 173: The section modulus (Z) is:ZZ=Iy1=1
Page 174 and 175: FIGURE 12.9: A parabolic arch (not
Page 176 and 177: F AFFFASS= (374.4 + 166.4)kN= 540.8
Page 178 and 179: 12.11 Hypar Design - GeometryTo dev
Page 180 and 181: FIGURE 12.16: Reactive force compon
Page 182 and 183: 12.14 Methodology - Principal Membr
Page 184 and 185: Many braced dome geometries exist b
Page 186 and 187: θasphere= is the angle subtended b
Page 188 and 189: AndNNNxyxyP=L21P=L12P=L33L2P3⎤+
Page 190 and 191: • whether or not to force the ply
Page 192 and 193: A12Chapter 12 AppendixEXAMPLES OF E
Page 194 and 195: EXOTIC STRUCTURAL FORMS DESIGN AIDS
Page 196 and 197: Type 1 joints referred to in AS 172
Page 198 and 199: FIGURE 13.3: Two and Three member T
Page 200 and 201: SECTION 4 : AS 1720.1-1997 : Clause
Page 202 and 203: connection load carrying capacity c
Page 204 and 205: 13.5 Design of Type 1 Nailed Connec
Page 206 and 207: The following unfactored loads are
Page 208 and 209: nnaa=nnr42=5= 9 rowsThe assumed val
Page 210 and 211: 13.11 Design of Type 2 Screwed Conn
Page 212 and 213: The reasons k 13 and k 14 are not c
Page 214 and 215: Type of JointSeasoned TimberUnseaso
Page 216 and 217: 13.16 Design of Type 2 Bolted Conne
Page 218 and 219: where:Δ = Δi +h33j14xh35Q *Qkpfor
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The exploded view in Figure 13.11 s
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FIGURE 13.12: Edge, end and bolt sp
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13.21 Design of Type 2 Coach Screwe
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REFERENCES CITED:1. AS 1720.1-1997,
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Plate 3Plate 4219
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Plate 7Plate 8221
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14 Noise Control14.1 IntroductionTh
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The absorption process of a single
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When it is required to add more tha
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FIGURE 14.5: Types of cavity wallsT
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15 Condensation & Thermal Transmiss
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15.4 Thermal TransmissionThermal tr
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15.5 Thermal Transmission - Design
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REFERENCES CITED:1. Condensation, C
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The early fire hazard test indices
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ISO 9705 AND AS/NZS 3837These tests
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General InformationDesign of struct
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SpeciesAsh, Alpine - Eucalyptus del
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Results of recent tests organised b
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FlooringConstructionLVL(Substrates
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as expressed in the BCA.Species Ave
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ClosurePlywood Thickness for:Dougla
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Borers are rarely a problem with st
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HazardClassH1Exposure Specific serv
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17.3 Durability and Finishing Appli
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EWPAA MembersPlywood and Laminated
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